Please keep at least one language enabled. || కనీసం ఒక భాషను ఎంచుకోండి.
Question 1
ప్రశ్న 1
A water-main survey must link open-sky GNSS control to manholes located under dense trees and beside tall buildings. Which survey workflow is most defensible?
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Explanation:
GNSS is useful for establishing control where satellite visibility and observation conditions are suitable. Obstructions may degrade satellite geometry and cause multipath at manholes. A correctly oriented total-station traverse can extend the controlled coordinates to such locations. The traverse should be checked through independent control ties or appropriate closure tests. Surveyed manholes can then be imported as GIS point features with verified identifiers and attributes. The workflow maintains traceability between field positions and the utility asset map.
వివరణ:
Question 2
ప్రశ్న 2
A contractor receives GNSS control coordinates in a specified projected CRS and a total-station design file in a different local engineering grid. The two datasets appear displaced when loaded into GIS. What should be done BEFORE using either dataset for stakeout?
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Explanation:
Identical units do not imply that two datasets share an origin, orientation or scale. A local engineering grid can differ substantially from a projected geodetic grid. A controlled coordinate transformation must account for those differences. It should be validated against suitable independent survey control before construction use. Simply relabelling the data with another CRS does not transform the coordinate values. Engineering setting out requires the observations and design to refer to the same consistent system.
వివరణ:
Question 3
ప్రశ్న 3
A total station located on GNSS-established control A (N = 1000.000 m, E = 2000.000 m) observes a utility point P. The CORRECTED slope distance is 200.000 m, the zenith angle is 60 degrees, and the grid azimuth clockwise from north is 120 degrees. Assume the ground-to-grid distance factor is 1.000000. What coordinates should be entered for P in the GIS?
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Explanation:
The horizontal distance is 200 sin(60 degrees) = 173.205081 m. With grid azimuth measured clockwise from north, latitude is H cos(120 degrees) = -86.602540 m. Departure is H sin(120 degrees) = +150.000000 m. Adding latitude to the control northing gives 913.397460 m. Adding departure to the control easting gives 2150.000000 m. The required GIS coordinates are therefore N = 913.397 m and E = 2150.000 m after rounding.
వివరణ:
Question 4
ప్రశ్న 4
A total station occupies an established grid point A (N = 1000.000 m, E = 2000.000 m). The azimuth FROM A TO ITS CONTROL BACKSIGHT is 320 degrees. A clockwise horizontal angle of 80 degrees is measured from that backsight to a detail point, whose corrected horizontal range is 100.000 m. Assume the horizontal distance is also the grid distance. What are the detail-point coordinates to three decimals?
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Explanation:
The correctly oriented target azimuth is 320 + 80 = 400 degrees, or 40 degrees after subtracting 360 degrees. The northing increment is 100 cos(40 degrees) = +76.604444 m. The easting increment is 100 sin(40 degrees) = +64.278761 m. Adding these values to the occupied-station coordinates gives N = 1076.604444 m and E = 2064.278761 m. Rounding gives N = 1076.604 m and E = 2064.279 m. The calculation uses the direction from the occupied station to the backsight, so no additional 180-degree reversal is appropriate.
వివరణ:
Question 5
ప్రశ్న 5
During a topographic survey, a total station displays an UNCORRECTED slope distance of 500.000 m. The signed additive EDM correction is -0.020 m, followed by a signed scale correction of +10 ppm applied to the additive-corrected value. Its zenith angle is 60 degrees. Using S = (500.000 - 0.020)(1 + 10 x 10^-6) and H = S sin(60 degrees), what horizontal distance should be used to three decimals?
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Explanation:
First apply the stated additive correction to obtain 499.980 m. The multiplicative factor for +10 ppm is 1.000010. The corrected slope distance is therefore 499.980 multiplied by 1.000010 = 499.9849998 m. With a zenith angle of 60 degrees, horizontal distance equals this slope distance multiplied by sin(60 degrees). The result is approximately 432.999711 m, which rounds to 433.000 m. The signed corrections are explicitly outstanding and should not be applied again after this computation.
వివరణ:
Question 6
ప్రశ్న 6
A GNSS survey determines a benchmark ellipsoidal height h = +123.500 m. A compatible geoid model gives signed undulation N = -26.500 m, using h = H + N. Conventional levelling then establishes a utility control mark 2.250 m BELOW this benchmark. What is the orthometric height of the utility control mark?
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Explanation:
The stated geoid convention gives orthometric height H = h - N. Substitution gives H = 123.500 - (-26.500) = 150.000 m for the benchmark. Levelling determines that the utility control mark is 2.250 m below it. The mark orthometric height is therefore 150.000 - 2.250 = 147.750 m. The ellipsoidal height should not be used directly as a conventional level datum value. The assumed geoid model must be compatible with the GNSS reference frame and the project vertical reference.
వివరణ:
Question 7
ప్రశ్న 7
An RTK base at a known control mark is accidentally assigned an EASTING 0.500 m too large. A total station is later oriented and coordinated using points established solely from that same erroneous RTK base, without any independent control. What is the most likely effect on the resulting GIS utility coordinates, assuming all relative measurements are otherwise exact?
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Explanation:
Absolute rover coordinates are referenced to the coordinates assigned to the RTK base. If the base easting is too large, positions derived without independent control may inherit the same translation. Relative distances and directions between affected points can still appear internally consistent. A total station does not independently know the correct project datum from its own observations. GIS import also cannot determine whether a plausible coordinate has a common systematic offset. An independent tie to reliable control is needed to detect this type of mistake.
వివరణ:
Question 8
ప్రశ్న 8
A total-station horizontal GROUND distance between two engineering control marks is 500.000 m after slope and instrumental corrections. For the project area, the specified combined ground-to-grid factor is constant at 0.999800, and GRID distance = GROUND distance x factor. What grid distance should be compared with the corresponding projected-coordinate distance?
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Explanation:
The factor is explicitly defined as converting horizontal ground distance to grid distance. Multiplication gives 500.000 multiplied by 0.999800. The result is 499.900 m. The grid distance is 0.100 m shorter than the given ground distance. Applying the reciprocal would perform the opposite conversion and is not justified here. A valid engineering comparison also requires consistent grid direction and compatible control coordinates.
వివరణ:
Question 9
ప్రశ్న 9
A GIS road-excavation polygon appears to intersect a mapped water main digitised from an old as-built drawing of uncertain accuracy. Which action is MOST defensible before excavation?
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Explanation:
Polygon-line intersection is valuable for screening potentially affected utility assets. However, older as-built linework may have significant positional uncertainty. A GIS overlay does not establish actual pipe cover depth or confirm the pipe has not been relocated. Field verification should be undertaken using appropriate safe utility-locating procedures and survey control. The verified position and depth can then update the GIS asset record. This avoids mistaking a preliminary map conflict for a fully confirmed subsurface location.
వివరణ:
Question 10
ప్రశ్న 10
During a total-station CHECK of a GNSS-staked chamber corner, its design coordinates are N = 1200.000 m, E = 1300.000 m. The measured position is N = 1199.940 m, E = 1300.080 m. What movement from the MEASURED location reaches the design point, and what is its planar magnitude?
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Explanation:
The required correction is the design coordinate minus the measured coordinate. The northing difference is 1200.000 - 1199.940 = +0.060 m. The easting difference is 1300.000 - 1300.080 = -0.080 m. Thus the stake should move north 0.060 m and west 0.080 m. Its planar correction length is sqrt(0.060 squared + 0.080 squared) = 0.100 m. The movement is meaningful only when both positions are expressed in the same site grid.
వివరణ:
Question 11
ప్రశ్న 11
A total-station CLOSED control traverse around a pumping-station site has an unadjusted sum of northing changes +0.120 m and easting changes -0.160 m. Its total horizontal length is 800 m. The project requires unadjusted relative precision of at least 1:5000. Which assessment is correct?
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Explanation:
The closing-error vector has coordinate components +0.120 m and -0.160 m. Its magnitude is sqrt(0.120 squared + 0.160 squared) = 0.200 m. Dividing total traverse length 800 m by 0.200 m gives the denominator 4000. The unadjusted relative precision is therefore 1:4000. This is poorer than the stated minimum 1:5000 because its denominator is smaller. Balancing the traverse to zero residual would not retrospectively make the original observation precision acceptable.
వివరణ:
Question 12
ప్రశ్న 12
A total station at a control station is oriented from GNSS-derived GRID coordinates, but its magnetic-compass check gives a different horizontal bearing. Which conclusion is technically justified for computing GIS GRID coordinates?
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Explanation:
Grid azimuth is referenced to north of the selected projected coordinate system. Magnetic bearing is referenced to the local magnetic meridian. These meridians need not coincide, and their angular difference depends on location and time. Grid convergence can also separate geodetic north from grid north. The appropriate engineering orientation is the one consistent with the adopted site grid and control network. A raw compass comparison without meridian conversion is not proof of a control-orientation error.
వివరణ:
Question 13
ప్రశ్న 13
A contractor imports total-station manhole points and maintenance spreadsheets into the utility GIS. Several points share the same description "MH", and some inspections attach to the wrong manhole. What database practice best prevents this problem?
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Explanation:
A description code such as MH identifies the type of feature but not a particular asset. Many manholes can share the same descriptive label. A unique stable identifier distinguishes one manhole from all others. The same identifier can link spatial features to repeated maintenance records through database relationships. Validation should detect duplicate or absent identifiers during field-to-GIS import. This protects the utility inventory from incorrect record associations even when the coordinates are accurate.
వివరణ:
Question 14
ప్రశ్న 14
A survey team exports total-station points as N,E values, but a GIS import tool expects x = EASTING and y = NORTHING. Which action correctly preserves coordinate positions?
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Explanation:
In a conventional projected Cartesian GIS grid, the x axis normally represents easting. Its y axis normally represents northing. Survey collectors may export columns in a different order, such as northing before easting. Field mapping must follow the meaning of the coordinates rather than their order in a file. The coordinate reference system must also be identified correctly. An axis swap can displace surveyed utility points even when each numerical value was measured correctly.
వివరణ:
Question 15
ప్రశ్న 15
A project needs a detailed topographic base map around a covered stormwater channel, tied to a regional GNSS control network. Which combined data-acquisition method is most appropriate?
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Explanation:
GNSS provides a practical way to connect suitable site control with a wider geodetic reference. A total station can observe detail where nearby structures prevent reliable satellite reception. A controlled height reference is essential if the surface will support drainage engineering. Dense spot elevations and relevant breaklines help represent sharp terrain changes. GIS can then develop terrain surfaces and contours from properly attributed observations. The finished model should be checked against independent levels and the project's required accuracy.
వివరణ:
Question 16
ప్రశ్న 16
A total station set over benchmark A (ground RL = 150.000 m) has instrument height 1.500 m. It measures a CORRECTED slope distance of 30.000 m at elevation angle -10 degrees to a prism whose centre is 2.000 m above the manhole cover at B. The invert is 2.000 m vertically BELOW that cover. Neglect curvature and refraction. What invert RL should be stored in the GIS?
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Explanation:
The instrument-centre RL is 150.000 + 1.500 = 151.500 m. The signed elevation component to the prism is 30 sin(-10 degrees) = -5.209445 m. Thus the prism-centre RL is 146.290555 m. Subtracting prism height 2.000 m gives cover RL = 144.290555 m. The invert lies another 2.000 m below the cover, giving invert RL = 142.290555 m. The rounded value is 142.291 m, provided the adopted level datum matches the GIS elevation reference.
వివరణ:
Question 17
ప్రశ్న 17
A straight water-main design centreline runs DUE EAST on a projected metre grid from point A (N = 1000 m, E = 2000 m). A valve chamber is designed 60 m ALONG the line from A and 10 m LEFT of it, looking east. What are its design grid coordinates?
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Explanation:
Moving 60 m along a due-east alignment increases easting from 2000 m to 2060 m. Looking east, the left-hand side of the alignment is north. The 10 m lateral offset therefore increases northing from 1000 m to 1010 m. The resulting coordinates are N = 1010 m and E = 2060 m. These can be loaded into a correctly oriented total station for stakeout. The question defines a straight projected-grid alignment, so no curve chainage or ground-grid correction is needed.
వివరణ:
Question 18
ప్రశ్న 18
A proposed pipeline follows a designed horizontal circular bend shown in GIS. A contractor computes the straight chord between bend endpoints and uses that value as the pipeline CHAINAGE through the bend. Why is this potentially wrong?
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Explanation:
Route chainage normally increases with distance measured along the specified alignment. Through a circular bend, that route distance is the circular arc length. A straight chord joins the same endpoints by a shorter direct path. Substituting chord length would shift subsequent station values and potentially misplaced construction references. GIS and field alignment calculations must use the same geometrical representation of the bend. The horizontal route chainage must also be distinguished from three-dimensional slope distance.
వివరణ:
Question 19
ప్రశ్న 19
A GIS utility network shows two pipe polylines visually touching at a T-junction, but a tracing operation cannot pass through the junction. Which quality check should be prioritised?
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Explanation:
Lines can appear joined at map scale without being connected in the data structure. Network tracing depends on recognised connectivity between edges and nodes. An endpoint gap or missing junction node can interrupt the network. Appropriate snapping and splitting can restore the intended connection when field records confirm it. GIS topology checks should also avoid connecting physically separate pipes that only cross in plan. The network model may require valve status and other operational attributes in addition to geometry.
వివరణ:
Question 20
ప్రశ్న 20
An engineering GIS creates a PLANAR 5 m buffer around a straight 200 m pipeline centreline, including ROUND semicircular ends of radius 5 m. The buffer is not clipped or overlapped by other features. What is its total mapped area to three decimals?
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Explanation:
The central part of the buffer is a rectangle 200 m long and 10 m wide. Its area is 200 multiplied by 10 = 2000 square metres. The two rounded end caps together form one full circle of radius 5 m. Their combined area is pi multiplied by 25 = 78.539816 square metres. Adding both contributions gives 2078.539816 square metres, or 2078.540 square metres. The result is a geometric planning buffer, not proof of an exactly located underground pipe or its physical excavation width.
వివరణ:
Question 21
ప్రశ్న 21
A survey team uses a total station to measure HORIZONTAL GROUND distance for a traverse but obtains its azimuths from a projected GIS control grid. Which adjustment is essential when the coordinate computations require GRID distances, and the project has a specified combined ground-to-grid factor?
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Explanation:
A correctly reduced EDM distance is ordinarily a horizontal ground distance at the measurement site. Projected easting and northing differences instead correspond to grid distances. A combined factor may be necessary when transforming between those distance references. The factor must be used in the documented direction and should not be applied twice. Grid-oriented azimuths must also be consistent with the adopted coordinate reference. A traverse using mismatched distance references can show systematic scale differences even when the EDM itself is accurate.
వివరణ:
Question 22
ప్రశ్న 22
GNSS control for a sewer project provides ellipsoidal heights, but the approved sewer design invert elevations are tied to a LOCAL LEVEL DATUM. What is the most reliable approach before setting pipe grades?
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Explanation:
GNSS routinely estimates height with respect to a reference ellipsoid. A local engineering benchmark or levelling datum may define a different vertical reference. A compatible geoid model can support height conversion where the datum relationship is established. Direct connections to approved project benchmarks can further validate the transformation. Gravity sewer grades depend on reliable relative levels and controlled datum consistency. Assuming ellipsoidal height equals project RL can introduce serious setting-out errors.
వివరణ:
Question 23
ప్రశ్న 23
A topographic and utility survey is transferred from a total station into a GIS for future maintenance. Which set of recorded information is MOST important for repeatable field-to-office integration?
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Explanation:
Coordinates are meaningful only when their spatial reference and units are known. Feature codes and unique identifiers distinguish pipes, valves, manholes and other assets. Height datum information is essential for interpreting cover and invert levels. Control ties and observation metadata permit later verification or reprocessing. Quality-check records help identify which points satisfy project tolerances. Together these fields make the GIS dataset maintainable rather than just a one-time plotted drawing.
వివరణ:
Question 24
ప్రశ్న 24
An older GIS utility layer was digitised from a paper plan with estimated positional uncertainty of about 2 m. An RTK survey places a proposed foundation corner with independent checks within 0.02 m. The displayed distance from the foundation to the OLD pipe centreline is 0.60 m. Which conclusion is justified?
Select an option first. || ముందుగా ఒక సమాధానాన్ని ఎంచుకోండి.
Explanation:
The foundation point may be accurately controlled without improving the pipe map. The old pipe centreline has much larger positional uncertainty than the displayed separation. Thus a 0.60 m visual clearance is not a defensible physical clearance certification. An independent utility location survey or other appropriate verification is needed before construction. Any verified pipe position should be recorded with its source and quality information. Engineering decisions must account for uncertainty in all compared datasets, not only the newly surveyed one.
వివరణ:
Question 25
ప్రశ్న 25
A municipal engineer is planning a GIS-based water-main corridor survey that includes open ground, covered crossings, service connections and construction stakeout. Which END-TO-END workflow best maintains survey accuracy and asset traceability?
Select an option first. || ముందుగా ఒక సమాధానాన్ని ఎంచుకోండి.
Explanation:
A reliable engineering survey begins with consistent horizontal and vertical reference systems. GNSS and terrestrial instruments should be selected according to the availability of control and site visibility. EDM distances and angles require appropriate corrections before coordinates and levels are accepted. Feature identifiers link verified geometry with utility attributes and maintenance records. GIS validation checks spatial compatibility, connectivity and data completeness. Independent control and stakeout checks provide assurance that the combined digital workflow corresponds to the constructed site.
వివరణ:
Answer Key సమాధానాల పట్టిక
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Question 1 ప్రశ్న 1Answer: B. Establish and verify GNSS control in suitable open-sky positions, transfer control to obstructed areas with a checked total-station traverse, and import validated coordinates into GIS. సమాధానం: B.
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Question 2 ప్రశ్న 2Answer: D. Identify both coordinate reference systems, determine and verify the authorised transformation using control points, and put observations and design coordinates into the same project reference. సమాధానం: D.
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Question 3 ప్రశ్న 3Answer: C. N = 913.397 m; E = 2150.000 m. సమాధానం: C.
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Question 4 ప్రశ్న 4Answer: A. N = 1076.604 m; E = 2064.279 m. సమాధానం: A.
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Question 5 ప్రశ్న 5Answer: B. 433.000 m. సమాధానం: B.
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Question 6 ప్రశ్న 6Answer: D. 147.750 m. సమాధానం: D.
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Question 7 ప్రశ్న 7Answer: A. They can inherit a systematic easting displacement of +0.500 m, even though the local total-station geometry and repeatability appear satisfactory. సమాధానం: A.
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Question 8 ప్రశ్న 8Answer: C. 499.900 m. సమాధానం: C.
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Question 9 ప్రశ్న 9Answer: D. Use the overlay to flag a conflict, review asset records, and verify the physical pipe location and depth by appropriate field investigation and controlled survey before excavation. సమాధానం: D.
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Question 10 ప్రశ్న 10Answer: B. Move 0.060 m north and 0.080 m west; magnitude 0.100 m. సమాధానం: B.
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Question 11 ప్రశ్న 11Answer: A. The linear misclosure is 0.200 m, giving relative precision 1:4000, so the traverse does not meet the specified requirement. సమాధానం: A.
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Question 12 ప్రశ్న 12Answer: C. Use a verified grid orientation from survey control, and account for magnetic declination and grid convergence before comparing unlike bearing references. సమాధానం: C.
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Question 13 ప్రశ్న 13Answer: D. Assign each manhole a persistent unique asset identifier, preserve it in the survey import and use it as the key for linking inspection records. సమాధానం: D.
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Question 14 ప్రశ్న 14Answer: A. Map the survey E field to GIS x and the survey N field to GIS y, while retaining the correct coordinate reference system. సమాధానం: A.
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Question 15 ప్రశ్న 15Answer: B. Use checked GNSS control where sky visibility is satisfactory, observe dense terrain and breakline points by total station in obstructed areas, and build a referenced GIS terrain model from verified elevations. సమాధానం: B.
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Question 16 ప్రశ్న 16Answer: D. 142.291 m. సమాధానం: D.
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Question 17 ప్రశ్న 17Answer: C. N = 1010 m; E = 2060 m. సమాధానం: C.
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Question 18 ప్రశ్న 18Answer: B. Chainage follows the designed route, including the circular arc; the straight chord is shorter than a nonzero arc and gives an incorrect station distance. సమాధానం: B.
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Question 19 ప్రశ్న 19Answer: D. Check node-edge connectivity, snapping and whether the junction has been properly noded or split according to the network data model. సమాధానం: D.
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Question 20 ప్రశ్న 20Answer: A. 2078.540 m^2. సమాధానం: A.
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Question 21 ప్రశ్న 21Answer: C. Convert corrected horizontal ground lengths to grid lengths with the defined factor before computing grid-coordinate increments, avoiding double application. సమాధానం: C.
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Question 22 ప్రశ్న 22Answer: B. Establish an authorised vertical relationship through compatible geoid/datum models and verified benchmarks or levelling ties, then check the height control before using the design RLs. సమాధానం: B.
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Question 23 ప్రశ్న 23Answer: D. Point identifiers and feature codes, coordinates and their CRS, applicable height datum, control references, measurement metadata and quality-check records. సమాధానం: D.
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Question 24 ప్రశ్న 24Answer: A. The apparent 0.60 m clearance cannot be certified from the GIS overlay because the old pipe position is far more uncertain; investigate its actual location on site. సమాధానం: A.
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Question 25 ప్రశ్న 25Answer: C. Verify project horizontal and vertical references, establish and check GNSS/terrestrial control, collect total-station/EDM and appropriate GNSS observations, compute and check coordinates and levels, preserve identifiers, validate GIS geometry and topology, and independently verify critical stakeout. సమాధానం: C.